Northpoint Add-SY161001
2712 Satsuma Drive, Suite 400 Dallas, Texas 75229 972.488.3500 (P) e-mail: geti@sbcglobal.net
GEOTECHNICAL INVESTIGATION
Proposed ALOFT & HOLIDAY INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
PROJECT NO. 16-DG8338
Prepared for:
STUDIO RED DOT
Dallas, Texas
Prepared by:
GEOSCIENCE
ENGINEERING & TESTING, INC.
Dallas, Texas
October, 2016
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc.
CONTENTS Page
INTRODUCTION
Project Description .................................................................................................................. 1
Site Description ......................................................................................................................... 1
Purposes and Scope of Work ................................................................................................ 1
Report Format ......................................................................................................................... 1
FIELD INVESTIGATION............................................................................................................................. 2
LABORATORY TESTING
General ..................................................................................................................................... 3
Review ...................................................................................................................................... 3
GENERAL SUBSURFACE CONDITIONS
Stratigraphy .............................................................................................................................. 3
Subsurface Water Conditions................................................................................................ 5
ANALYSIS AND RECOMMENDATIONS
Construction consultation and Monitoring ......................................................................... 5
Soil Movement .......................................................................................................................... 5
FOUNDATION RECOMMENDATIONS
A. Straight-Shaft Pier Type Foundation ........................................................................... 6
B. Under-Reamed Pier Type Foundation ........................................................................ 7
Soil Induced Uplift Loads ................................................................................................. 7
Pier Installation ................................................................................................................... 8
Grade Beams ..................................................................................................................... 8
Floor Systems ...................................................................................................................... 9
Building Pad Preparation ...................................................................................................... 12
Select Fill ................................................................................................................................... 12
PAVEMENT RECOMMENDATIONS ...................................................................................................... 13
SITE GRADING AND DRAINAGE ......................................................................................................... 14
CLOSURE ...................................................................................................................................... 15
ILLUSTRATIONS Plate
LOCATION PLAN .................................................................................................................................... A
BORING LOGS ....................................................................................................................................... 1-12
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 1 -
INTRODUCTION
Project Description
This report presents the results of a Geotechnical Investigation performed by our Firm at the
referenced project located in Coppell, Texas. Based on the project information provided, it is our
understanding that construction will consist of a 6-story Aloft Hotel and 5-story Holiday Inn Hotel
and associated parking and drive way areas. Information regarding structural loads was not
available at the time of this investigation, however we anticipate the structural loads will be
moderate. It is expected that the finished floor elevation of the proposed building will be above
surrounding ground surface.
Site Description
The site of the referenced project is located on the south side of Northpoint Drive and far east
side of TX 121 in the City of Coppell, Texas. At the time of this investigation, the site was a vacant
tract of land covered with grass and vegetation. Based on the aerial photograph map, a
drainage ditch is located in the northeastern section of the property.
The general location and orientation of the site is shown in the Illustrations section of this report.
Purposes and Scope of Work
The principal purposes of this investigation were to
1). Develop subsurface soil and rock stratigraphy at the boring locations;
2). Evaluate soil swell potential and provide alternatives to reduce soil movement;
3). Provide recommendations for foundation design parameters;
5). Provide site preparation recommendations and
6). Provide paving recommendations
Report Format
The first sections of this report describe the field and laboratory phases of the study. The
remaining sections present our engineering analysis that was used to develop geotechnical
parameters for the type of foundation system proposed for this site. Boring logs and laboratory
test results are presented in the Illustrations section of this report.
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 2 -
FIELD INVESTIGATION
To explore the subsurface conditions at this site, the field investigation portion of this study
involved drilling and sampling a total of twelve (12) test borings. Test borings B-1 to B-4 were
drilled to a depth of 30 to 50 feet at the location of proposed Aloft building pad area, test
borings B-5 to B-8 were drilled to a depth of 30 to 45 feet at the location of proposed Holiday Inn
building pad area and remaining test borings B-9 to B-12 were drilled to a depth of 5 feet at the
locations of proposed paved area . The approximate locations of the borings are shown on the
Location Plan-Plate A. The boring logs with descriptions of soils sampled are presented on Plates
1 and 12 and are included in the ILLUSTRATIONS section of this report. Soil strata boundaries
shown on the boring logs are approximate.
The borings were advanced using continuous flight auger. Undisturbed cohesive soil samples
were obtained using a 3-inch diameter thin-walled tube sampler pushed into the soil. The
undrained compressive strength of cohesive soils was estimated in the field using a calibrated
pocket penetrometer.
A Standard Penetration sampler was used at selected depths in non -cohesive soils to obtain a
standard penetration value (N value). An N-value is defined as the number of blows a 140-
pound hammer free falling from 30 inches would require to drive a two -inch O.D. sampler one
foot into undisturbed soils below the bottom of the bore hole. The N value is an indication o f the
relative density of non-cohesive soils. The results of the standard penetration tests, expressed as
"blows per foot," are tabulated at the respective sample depths on the boring logs.
To evaluate the relative density and consistency of harder formations, Texas Department of
Transportation Cone Penetrometer tests were performed at selected locations. The actual test
consists of driving a three-inch diameter cone with a 170-pound hammer freely falling 24 inches.
In relatively soft materials, the penet rometer cone is driven one foot and the number of blows
required for each six-inch penetration is tabulated at respective test depths, as blows per six
inches on the boring logs. In hard materials, the penetrometer cone is driven with the resulting
penetrations, in inches, accurately recorded for the first and second 50 blows for a total of 100
blows. The penetration for the total 100 blows is recorded at the respective testing depths on the
boring logs.
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 3 -
All soil samples were extruded from the samplers in t he field, visually classified, and placed in
appropriate containers to prevent loss of moisture or disturbance during transfer to the
laboratory. The borings were drilled using dry auger procedures to observe and water seepage
levels at the time of the exploration. Water level observations are recorded on the boring logs.
LABORATORY TESTING
General
Engineering properties of the foundation soils were evaluated in the laboratory by tests
performed on representative soil samples, a series of moisture contents were performed to
develop soil moisture profiles at the boring locations and to aid in evaluating the uniformity of soil
conditions. Plastic and liquid limit (Atterberg limits), dry unit weight determinations and
percentage passing number 200 sieve tests were performed on selected samples from the
borings to confirm visual classification and to evaluate soil volume change potentials. The shear
strength of the cohesive soils was estimated by field pocket penetrometer and laboratory
unconfined compression tests performed on selected samples. As mentioned, the relative
densities of the harder formations were estimated in the field by Texas cone penetration tests.
The results of these tests are presented on the boring logs.
Review
Descriptions of subsurface materials obtained in the field at the time the borings were drilled
were modified in accordance with results of laboratory tests and visual examination in the
laboratory. All recovered soil samples were examined and classified i n accordance with ASTM
D 2487, and described as recommended in ASTM D 2488 and the Unified Soil Classification
procedures. Classification of the soils and finalized material descriptions are shown on the
boring logs.
GENERAL SUBSURFACE CONDITIONS
Stratigraphy
Details concerning the subsurface materials and conditions encountered at this site in the areas
drilled are shown on the boring logs. The stratification lines shown on the boring logs represent
approximate locations of changes between soil types; in -situ, the transition between materials
may be gradual. Based on our interpretation of the boring drilled for this study, the subsurface
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 4 -
stratigraphy encountered at this site consists predominately of clay soils underlain by sand/
clayey sand/sandy clay and followed by shaly clay deeper underlain by shale.
More specifically, the subsurface stratigraphy within the depths of test borings drilled consisted of
dark brown CLAY (CH) soils with calcareous nodules from existing ground surface elevation to a
depth of 6 to 8 feet in test borings B-1 to B-4 and to a depth of 2 to 4 feet in test borings B-4 to B-8
and to the completion depth of test borings B-9 to B-12 drilled. Below 6 to 8 feet in test borings B-
1 to B-4 (proposed Aloft) brown/brown and tan CLAY (CH) soils with calcareous nodules were
encountered and remained visible to a depth of 12 to 14 feet.
Below 2 to 4 feet in test borings B-5 to b-8 (proposed Holiday Inn), tan and gray CLAY (CH) soils
with calcareous nodules was encountered and remained visible to a depth of 11 to 14 feet in
test borings B-5 to B-8 drilled.
Below 11 to 14 feet in all deeper test borings (B-1 to B-8), orange tan SANDY CLAY (CL)/CLAYEY
SAND (SC) soils were encountered and remained visible to a depth of 18 to 25 feet. Below 18
sandy clay/clayey sand soils in t est borings B-1 and B-2, orange tan SAND (SP) soils were
encountered and remained visible to a depth of 23 and 25 feet. Below sandy clay soils in test
borings B-1 and B-5 gray and tan SANDY SHALE was encountered and remained visible to a
depth of 29 feet in test borings B-1 and B-5.
Below 21 to 25 feet in test borings B-2 to B-8, tan and gray/gray and tan SHALY CLAY (CH) were
encountered and remained visible to a depth of 33 to 35 feet in test borings B -5 and B-7, and to
the completion depths of test borings B-2 to B-4, B-6 and B-8 drilled.
At 29, 35 and 33 feet in test borings B -1, B-7 and B-5, respectively, gray SHALE was encountered
and remained visible to the completion depths of test borings B-1, B-5 and B-7 drilled.
It should be noted that sand seams w ere encountered within shale stratum below 38 feet at the
location of test boring B-1 and remained visible to a depth of 45 feet in test boring B-1.
Detailed descriptions of the subsurface stratigraphies encountered at this site are presented on
the boring logs in the Illustrations Section of this report.
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 5 -
Subsurface Water Conditions
The borings were advanced using dry auger drilling procedures in order to observe any
groundwater seepage levels. At the time of this investigation, groundwater seepage was
encountered within the deeper test Borings B1 to B-8 at a depth of 18 to 24 feet during drilling
and 17 to 23 feet upon completion of drilling. NO groundwater seepage was encountered
within the remainder of the test borings B-9 to B-12 drilled. It should be noted that the depth to
subsurface water can be affected by changes in atmospheric conditions and site drainage.
With regard to the aforementioned, we recommend the depth to groundwater be verified pri or
to and during construction. Any noticeable variations in the conditions reported herein should
be conveyed to this office immediately so that a thorough review of the current design
recommendations can be made. Based upon short-term observations, it is not possible to
accurately predict the magnitude of sub surface water fluctuations that might occur. Also, it is
not uncommon for water seepage to occur within the fractures of the soils after periods of
heavy rainfall.
ANALYSIS AND RECOMMENDATIONS
Construction Consultation and Monitoring
We recommend that GETI be given an opportunity to review the final design drawings and
specifications to ensure that the recommendations provided in this report have been properly
interpreted. Unanticipated variations in subsurface conditions may become evident during
construction. During the excavation and foundation phases of the project, we recommend that
a reputable Geotechnical Engineering firm be retained to provide construction surveillance
services in order to 1) observe compliance with the geotechnical design concepts,
specifications and recommendations, and 2) observe subsurface conditions during construction
to verify that the subsurface conditions are as anticipated, based on the boring performed for
this investigation. Geoscience is available to perform the aforementioned services.
Soil Movement
The near surface soils encountered at the test boring locations exhibited plasticity indices of 30
and 42. These types of soils are considered as moderately to highly expansive in nature;
however, the magnitude of the movements experienced by the foundation will depend on
several factors, including: the moisture content, the thickness of clay at the time of construction,
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 6 -
soil plasticity, rainfall moisture index, local drainage characteristics, and other related factors.
The magnitude of the moisture induced vertical movements was calculated using Texas
Department of Transportation method (TxDOT 124-E) in conjunction with current moisture profile.
Based on the aforementioned method, the estimated soil swell potential at the locations of the
test borings drilled for this study is as follows:
Test boring PVR ± inches Test boring PVR ± inches
B-1 3.75 B-5 4.25
B-2 3 B-6 4
B-3 3.5 B-7 3.75
B-4 3.25 B-8 4
More movement will occur in areas where water ponding is allowed to occ ur during or after
construction -or- in areas where additional fill other than select fill is placed. Site grading may
also increase the potential for movement. We recommend that the PVR be determined at the
time of construction and after completion of civil drawings.
FOUNDATION RECOMMENDATIONS
A. Straight Shaft Pier Foundation Systems (most positive option)
The structural loads at the location of proposed buildings can be supported by auger
excavated straight-sided, cast-in-place, reinforced concrete piers. The piers should be founded
3 feet into gray shale encountered at a depth of 29 to 35 feet below existing ground surface
elevation in test borings B-1, B-5 and B-7. The dimensions of the piers can be determined based
on a net allowable bearing pressure of 18,000-psf and skin friction value of 2,200 psf in
compression and 1,800 psf in tension. The skin friction component should only be applied to the
portion of the shaft located in the pier-bearing stratum below the recommended minimum
penetration.
The following parameters are recommended for lateral analysis of straight drilled shafts
using the Ensofts’ L -Pile computer program:
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 7 -
Gray Shale:
Unit Weight: 135 pcf
Cohesion / Shear Strength (Cu): 10,000 psf
E50 (Strain at 50% Maximum Stress): 0.3%
Horizontal Modulus o f Subgrade Reaction (Static Condition) (Kh): 1,000 pci
For the Clays:
Subgrade modulus, k = 0.1 kips per cubic inch (kip/in3)
Strain corresponding to one-half the maximum principal stress difference, 50= 0.7%
Cohesion, C = 0.75 kip/ft2 (ksf)
Use the cyclic loading option
Use a moist density of 110 pounds/ft3
k = 500 tcf
B. Under-reamed Pier Type Foundation System
For light to moderate structural loads of the proposed structures the foundation can also be
supported by auger excavated, under-reamed, steel reinforced, cast-in-place concrete piers.
The piers should extend to a depth of 16 feet from finished grade elevation. Some adjustment to
the pier depth may require in the event water seepage stratum or clayey sa nd stratum is
encountered at the installation depth. The piers may be sized using an allowable net end
bearing pressure of 5,000 psf. The under-reamed piers should have a bell to shaft diameter ratio
ranging between 2.5 to 3. The bearing capacity should be reduced for piers closer than 3-bell
diameters center-to-center.
Soil Induced Uplift Loads
We recommend using a uniform uplift pressure of 2,000 psf over the shaft perimeter of 10 feet of
the pier length. The uplift can be neglected in the event high pl asticity index clay soils are
removed and replaced with select fill soils. The uplift loads can be reduced to 1,200 psf to the
depth of chemical injected soils or moisture conditioned soils (in the event one of these methods
is used to the subgrade soils to reduce the PVR). To resist the net tensile load, the shaft must
contain sufficient continuous vertical reinforcement to the full depth of the pier.
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 8 -
Foundation piers designed and constructed in accordance with the information provided in this
report will have a factor of safety in excess of 2.5 against shear type failure and will experience
minimal settlement (less than one inch).
Pier Installation
The construction of all piers should be observed by experienced geotechnical personnel during
construction to ensure compliance with design assumptions and to verify: (1) the bearing
stratum; (2) the minimum penetration; (3) the removal of all smear zones and cuttings; (4) that
groundwater seepage is correctly handled; and (5) that the shafts are vertical and wit hin
acceptable tolerance levels. Our firm is available to provide these services upon request.
Reinforcing steel and concrete should be placed immediately after the excavation has been
completed and observed. In no event should a pier excavation be allowe d to remain open for
more than 8 hours. Concrete should be placed in such a manner to prevent segregation of the
aggregates. Based on the subsurface encountered at the site, temporary casing will be
required during pier drilling operation for straight shaft piers.
Grade Beams
Grade beams should be structurally connected into the top of the piers and should be designed
to resist the vertical movements anticipated at this site or the soil swell potential can be reduced
to more tolerable limits by chemical injection or moisture conditioning or placement of select fill
soils. The methods are outlined in later section of this report.
Alternatively, the grade beam can be suspended (this method is applicable in conjunction with
pier type of foundation system): A minimum void space of 12 inches should be provided
beneath the grade beams. This void space allows movement of the soils below the grade
beams without distressing the structural system. Structural cardboard forms are typically used to
provide this void beneath grade beams. Cardboard forms must have sufficient stren gth to
support the concrete grade beams during construction.
Our experiences indicate that major distress in grade beams will occur if the integrity of the void
box is not maintained during construction. The excavation in which the void box lays must
remain dry. Cardboard cartons can easily collapse during concrete placement if the cardboard
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 9 -
becomes wet. Backfill material must not be allowed to enter the carton area below grade
beams as this reduces the void space that underlying soils need to swell.
Floor Systems
Two types of floor systems may be considered for use at this site:
i). Suspended Floor System in conjunction with pier type of foundation system - The floor
system of the proposed buildings should be structurally supported on the foundation piers and a
minimum void space of 12 inches should be provided between the bottom of the slab and the
underlying soils.
ii). Ground Supported Slab - In conjunction with piers, a ground-supported slab may be
considered for use at this site, providing the risk of some post-construction movement is
acceptable. A ground-supported slab, if used, should be designed to resist the soil swell
potential anticipated at this site, or, the soil swell potential should be reduced to less than one
inch by adopting one of the following methods:
Moisture conditioning method*:
*The uplift pressure piers will also be reduced by this method Please refer to page 7
Remove the subgrade soils from the building pad areas to a minimum depth of 10 feet below
finished grade and stockpile. The exposed surface area should then be scarified to an
additional 6 inches and compacted between 93 and 98 percent of maximum dry density with a
minimum moisture content of 4 points above optimum as per ASTM D - 698. The previously
removed soils should be placed back in 6 to 8 inch loose lifts and mixed thoroughly to form a
homogenous consistent soil and each lift should be compacted to between 93 and 98 percent
of the maximum standard proctor dry density. Moisture contents of the soils should be a
minimum of 4 points above optimum. Any objectionable material(s) and rocks larger than 3
inches in diameter should be handpicked and removed. We recommend the improvements
extend an additional 5 feet beyond the perimeter of the building pad and all the areas sensitive
to the soil swell potential.
The upper 3 feet of the soils should consist of select fill soils. Select fill material should be placed in
six (6) to eight (8)-inch loose lifts at moisture contents between optimum and 3 percentage
points above optimum. It should be noted that the select fill soils should not be extended
beyond the building line however, should be capped with on-site high plasticity index clay in
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 10 -
order to resist water seepage into the subgrade soils. Each lift compacted to between 95 and
100 percent of the maximum dry density as defined in ASTM D 698. Field densit y tests should be
taken at the rate of one test per every 2,500 square feet per lift, or a minimum of 3 tests per lift in
the area of all compacted fill.
Construction of the building slab should start shortly upon completion of the subgrade
improvement process. In the event that construction is prolonged, then we recommend the
surface of the moisture conditioned soils be kept moist –or- adequately covered with plastic
sheet during the waiting period.
-OR-
Chemical injection method in Conjunction with Select Fill**:
**The uplift pressure piers will also be reduced by this method Please refer to page 7
The potential vertical movement can be reduced to one inch by chemical i njection method.
The entire building pad should be undercut to a minimum depth of 3 feet below the finished
grade. After excavating the upper 3 feet, chemical injection to the subgrade soils should be
performed to a depth of 7 feet (a total of 10 feet below finished grade).
For improvement of subgrade soils by chemical injection, we recommend extending the
building pad to an additional 5 feet beyond the building line and should cover all areas that are
sensitive to soil movement. The number of injections required generally depends on: the rate at
which the soils absorb chemical, initial moisture condition and hardness of the soils, and the
amount of reduction that is desired and can be tolerated by the slab foundation. We
recommend at least 3 passes of chemical injection should be performed prior to the testing.
Upon completion of chemical pressure injection, post-injection testing will be required to ensure
that the swell potential of the soils has been adequately reduced for the design of the slab
foundation. A full-time laboratory technician from our Firm should be present throughout the
injection operations. Undisturbed samples should be obtained at every one -foot interval to the
total injected depth from 1 test hole per 5,000 square foot. Adjustments in the testing program
should be at the discretion of the testing engineer. A minimum of two free swell tests should be
performed per test hole. Samples will be tested at the approximate overburden pressure of the
sample depth.
The injected subgrade should then be sealed with 3 feet of select fill soils. It should be noted that
the select fill soils should not be extended beyond the building line however, should be capped
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 11 -
with on-site high plasticity index clay soils in order to resist water seepage into t he subgrade soils.
Construction of the building slab should start shortly upon completion of the injection process.
-OR-
By placement of select fill soils method***:
***The uplift pressure over the piers will also be reduced to zero for the select fill depth. Please refer to page 7
A reduction in the anticipated PVR can also be achieved by the placement of select fill soils.
Select fill soils depth of 7 feet (for the worst case) is required to reduce the soils swell potential to
an inch.
The bottom of the select fill soil (i.e. top of subgrade soils) should be scarified to a depth of 6
inches and compacted to 95 and 100 percent of the maximum dry density with moisture
content of 4 points of optimum. Placement of expansive soils on the building pad will increase
the potential for vertical movement; therefore, we recommend the use of select fill soils
(specifications of which are outlined in the Select Fill Section of this report). The improvements
should extend an additional 5 feet beyond the building line; however, the upper 2 feet or depth
of the grade beam whichever is deeper of select fill should not extend beyond the building line
but rather should be capped w ith on-site high plasticity index clay soils in order to resist water
seepage into the subgrade soils. Select fill soils should be placed as per the procedure outlined
in the Building Pad preparation section of this report.
Field density tests should be taken at the rate of at least one test per each 2,500 square feet, per
lift, in the area of all compacted fill. For areas where hand tamping is required, the testing
frequency should be increased to approximately one test per lift, per 100 linear feet of area.
Based on the Terzaghi’s Bearing Capacity theory a net allowable soil bearing pressure of 2,000 psf
can be used for grade bam and slab resting over the select fill soils and 1,500 psf for the
chemical pressure injected or moisture conditioned soils. These bearing pressures include a factor
of safety of 2.5 with respect to shear failure. Floor slabs should be adequately reinforced to
minimize any future cracking as normal movements occur in the fou ndation soils. Also, a
moisture barrier of polyethylene sheeting or similar material should be placed between the slab
and the subgrade soils to retard moisture migration through the slab.
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 12 -
Building Pad Preparation
Prior to the placement of additional fill material, all existing vegetation and loose soils should be
removed and disposed of.
For a suspended floor system , after removal of all vegetation and loose soils, the exposed
surface should be scarified to a minimum depth of 6 inches water as required and compacted
between 95 and 100 percent of the maximum dry density as defined by ASTM D 698 (Standard
Proctor Test) at a moisture content between optimum and 4 points above optimum. Additional
fill, if required, should consist of clean soils compacted to resist the initial concrete loads.
Placement of select fill soils is not required for suspended floor system.
For ground supported floor system: after removal of existing vegetation and loose soils,
the subgrade soils should be improved by chemical injection method or moisture conditioning
method or by placement of select fill soils as per the procedures outlined in the previous sections
of this report.
Additional fill soils if required should consisted of select fill soils. Select fill soils should be placed in
six (6) to eight (8)-inch loose lifts with moisture content between optimum and three percentage
points above optimum. Each lift should be compacted between 95 and 100 percent of the
maximum dry density as defined in ASTM D 698. Field density tests should be taken at the rate of
one test per every 2,500 square feet per lift, or a minimum of 3 tests per lift in the area of all
compacted fill. For areas where hand tamping is required, the testing frequency should be
increased to approximately one test per lift, per 100 linear feet of area.
Select Fill
"Select fill," as referred to in this report, should c onsist of clayey sands free of organic materials
with a Plasticity Index between 6 and 18, a Liquid Limit of 38 or less, and between 15 and 45
percent passing a No. 200 sieve. Placement and compaction of the select fill should be
performed in accordance with the "Building Pad Preparation" section of this report. It is
preferable to place the select fill above t he surrounding ground surface. The provision of a
subsurface drainage system will be required in areas where the select fill is placed below the
surrounding ground surface. The upper 2 feet of select fill or the depth of grade beam
whichever is deeper should not be extended beyond the building line however should be
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 13 -
capped with high plasticity index clay soils in order to resist the water seepage into the
foundation.
PAVEMENT AND SUBGRADE
Specific wheel loading and traffic volume characteristics have not been provided to us, but we
assume that passenger vehicle traffic will be predominant in the parking areas; and some
relatively heavier traffic with heavier vehicles may occur in drive areas and in the fire lanes. We
have developed Portland Cement Concrete for light traffic areas (light passenger vehicles) and
heavy traffic areas (i.e.: delivery trucks). The following concrete pavement sections are
recommended for use at this site:
Minimum Thickness
(inches)
Light Traffic
Portland Cement Concrete 5
Minimum Lime stabilized Subgrade 6
Heavy Traffic
Portland Cement Concrete 6
Minimum Lime stabilized Subgrade 6
Prior to the placement of any fill soils, all existing vegetation should be removed. The exposed
surface soils should be scarified watered as required and compacted to 95 to 100 percent of
maximum dry density as per ASTM D-698 with moisture content between optimum and 4 points
above optimum. If additional fill is required, then on-site soils can be used and should be
compacted as per the specifications outlined previously in this report.
The upper six inches of subgrade soils should be stabilized with lime. We estimate approximately
8 to 10 percent of hydrated lime will be required to stabilize the subgrade soils (to reduce the
plasticity index to 15 or less). It should be noted that after the final grade is complete, the actual
amount of lime required should be calculated by lime series test i n the laboratory.
In the event that lime stabilization is not economically feasible, then the concrete thickness
should be increased by an additional one inch.
Some differential movement in the pavement should be anticipated over time due to the
swelling of the subgrade clays at this site or settlement of existing fill soils. Design of the concrete
pavement should specify a minimum 28-day concrete compressive strength of 3500 psi with 4
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 14 -
percent to 6 percent entrained air. The concrete s hould be placed within one and one-half
hours of batching. During hot weather, the concrete placement should follow ACI 311 Hot
Weather concreting and in no case should the concrete temperature be allowed to exceed
95ºF. To avoid excessive heat periods, consideration should be given to limiting concrete
placement to a time of day that will minimize large differences in the ambient and concrete
temperature.
Past experience indicates that pavements with sealed joints on 15 to 20 -foot spacings, cut to a
depth of at least one-quarter of the pavement thickness within 24 hours of the concrete
placement generally exhibit less uncontrolled post-construction cracking than pavements with
wider spacings. As a minimum, expansion joints should be used wherever the pa vement abut a
structural element subject to a different magnitude of movement, e.g., light poles, retaining
walls, existing pavement, building walls, or manholes. After construction, the construction and
expansion joints should be inspected periodically and resealed, if necessary. The pavement
should be reinforced using at least No. 3 bars, 18 inches on center, each way.
SITE GRADING and DRAINAGE
All grading should provide positive drainage away from the proposed structures, and should
prevent water from collecting or discharging near the foundations. Water must not be
permitted to pond adjacent to the structures during or after construction.
Surface drainage gradients should be designed to divert surface water away from the buildings
and edges of pavements and towards suitable collection and discharge facilities. Unpaved
areas and permeable surfaces should be provided with steeper gradients than paved areas.
Pavement drainage gradients within 5 feet of buildings should be constructed with a minimum
slope of one inch per foot to prevent negative drainage gradients (ponding water conditions)
from developing due to differential upward pavement movements. Sidewalk drainage
gradients should be along maximum slopes allowed by local codes.
Roofs should be provided with gutters and downspouts to prevent the discharge of rainwater
directly onto the ground adjacent to the building foundations. Downspouts should not discharge
into any landscaped bed near the foundations. Downspouts should discharge directly into storm
drains or drainage swales, if possible. Roof downspouts and surface drain outlets should
discharge into erosion-resistant areas, such as paving or rock riprap. Recessed landscaped
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc. - 15 -
areas filled with pervious sandy loam or organic soil should not be used near the foundation.
Landscaped beds should be elevated above a compacted and well-graded clay surface.
Sealed planters are preferred. All trees should be a minimum of one -half their mature height
away from the building or pavement edges to reduce potential moisture losses. Water
permitted to pond in planters, open areas, or areas with unsealed joints next to structures can
result in on-grade slab or pavement movements, which exceed those indicated in this report.
Exterior sidewalks and pavements will be subject to some post construction movement as
indicated in this report. These potential movements should be considered during preparation of
the grading plan. Flat grades should be avoided. Where concrete pavement is used, joints
should be sealed to prevent the infiltration of water. Some post-construction movement of
pavement and flatwork may occur. Particular attention should be given to joints around the
building. These joints should be periodically inspected and resealed where necessary.
CLOSURE
It should be noted that some variations in soil and moisture conditions may exist between boring
locations. Statements in this report as to subsurface variations over given areas are intended as
estimations only, based upon the data obtained from spe cific boring locations. The professional
services, which form the basis for this report, were conducted with the same degree of care and
skill ordinarily exercised, under similar circumstances, by other reputable geotechnical engineers
practicing in the same locality. No other warranty, expressed or implied, is made as to the
professional advice set forth. The results, conclusions, and recommendations contained in this
report are directed at, and intended to be utilized within the scope of work outlined in this
report. The report is not intended for use in any other manner. Geoscience Engineering and
Testing, Inc., makes no claim or representation concerning any activity or condition falling
outside the specified purposes for which this report is directed ; said purposes being specifically
limited to the scope of work as defined herein. Inquiries regarding scope of work, activities
and/or conditions not specifically outlined herein, should be directed to GETI.
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc.
ILLUSTRATIONS
Proposed ALOFT & HOLIDA INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
GEOSCIENCE, Inc.
Approximate Boring Location
Project No. 16-DG8338
BORING LOCATION PLAN
Proposed ALOFT & HOLIDAY INN HOTELS
Northpoint Drive & TX 121
Coppell, Texas
PLATE A
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
N36
N17
T100/
4.7"
T100/6"
8
13.5
18
23
29
Dark brown CLAY (CH)
Brown CLAY (CH)
Orange tan CLAYEY SAND (SC) with gravel seams
Orange tan SAND (SP) with gravel seams
Gray and tan SANDY SHALE
Gray SHALE
continued...
18
17
13
13
14
15
16
18
20
19
9
8
31
22
23
53
65
17
19
23
14
34
42
3
122
114
6.5
3.5
67
23
7
LOG OF BORING NO. B-1
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/03/2016
Completion Depth:50
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:17
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 1Geoscience Engineering & Testing
35
40
45
50
55
60
65
T100/
1.5"
T100/4"
T100/
1.5"50
... Gray SHALE
-with sand seams 38 to 45'
21
21
30
LOG OF BORING NO. B-1
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/03/2016
Completion Depth:50
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:17
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 1Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P2.0
N44
N21
P4.5+
7
14
18
25
30
Dark brown CLAY (CH)
Brown CLAY (CH) with calcareous nodules
Tan and brown SANDY CLAY (CL)
Orange tan SAND (SP) with gravel seams
Gray SHALY CLAY (CH)
16
15
15
17
18
20
21
21
20
13
6
19
15
52
50
21
20
31
30
104 2.2
65
LOG OF BORING NO. B-2
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/03/2016
Completion Depth:30
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:17
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 2Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P2.0
P3.5
P2.5
P4.5+
6
12
22
30
Dark brown CLAY (CH)
Brown CLAY (CH) with calcareous nodules
-brown and tan below 7.5'
Tan and brown SANDY CLAY (CL)
Gray SHALY CLAY (CH)
15
15
14
17
20
15
13
27
13
54
56
89
20
22
28
34
34
61
123 1.5
61
LOG OF BORING NO. B-3
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:30
Groundwater Information:
Seepage Encountered During Drilling:24
Upon Completion:17
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 3Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P2.0
P3.5
P2.5
P4.5+
6
12
25
30
Dark brown CLAY (CH)
Brown CLAY (CH) with calcareous nodules
-brown and tan below 8'
Tan and brown SANDY CLAY (CL)
Gray SHALY CLAY (CH)
16
15
17
19
21
18
16
17
24
57
36
21
15
36
21
103
116
101
0.3
2.9
57
81
LOG OF BORING NO. B-4
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:30
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:18
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 4Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P4.5+
P4.5+
P3.75
P2.0
P2.5
P4.0
P4.5
4
12
21
29
Dark brown CLAY (CH)
Tan and gray CLAY (CH) with calcareous nodules
Orange tan SANDY CLAY (CL)
Gray and tan SANDY SHALE
Gray SHALY CLAY (CH)
continued...
23
18
21
20
17
19
15
25
33
31
23
62
44
21
17
41
27 103
92
2.7
2.0
69
56
LOG OF BORING NO. B-5
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:45
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:18
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 5Geoscience Engineering & Testing
35
40
45
50
55
60
65
T100/
0.7"
T100/
2.5"
35
45
Gray SHALE
18
17
LOG OF BORING NO. B-5
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:45
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:18
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 5Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P3.75
P4.25
P4.5
P2.25
P4.0
P4.0
2
13
23
30
Dark brown CLAY (CH)
Gray and tan CLAY (CH) with calcareous nodules
Tan and brown SANDY CLAY (CL)
Tan and gray SHALY CLAY (CH)
21
19
19
25
22
21
26
26
27
62
55
22
21
40
34
99
108 2.6
71
LOG OF BORING NO. B-6
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:30
Groundwater Information:
Seepage Encountered During Drilling:24
Upon Completion:23
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 6Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P4.5+
P4.25
P3.0
P4.0
P2.25
P1.0
T100/5"
4
14
23
33
Dark brown CLAY (CH)
Gray and tan CLAY (CH) with calcareous nodules
-tan and gray below 6'
Tan SANDY CLAY (CL)
Tan and gray SHALY CLAY (CH)
Gray SHALE
22
20
20
17
17
18
19
22
34
32
62
54
22
21
40
33
103
92
1.6
64
LOG OF BORING NO. B-7
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:35
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:18
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 7Geoscience Engineering & Testing
35
40
45
50
55
60
65
35
LOG OF BORING NO. B-7
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:35
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:18
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 7Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
P3.75
P4.25
P4.5
P2.25
P4.0
P4.0
6
11
22
29
30
Dark brown CLAY (CH)
Tan and gray CLAY (CH) with calcareous nodules
Tan and brown SANDY CLAY (CL)
Tan and gray SHALY CLAY (CH)
Gray SHALY CLAY (CH)
15
16
18
21
19
17
18
27
23
61
45
20
18
41
27
102
95
3.5
0.8
LOG OF BORING NO. B-8
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:30
Groundwater Information:
Seepage Encountered During Drilling:18
Upon Completion:18
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 8Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
5
Dark brown CLAY (CH)15
16
18 64 23 41
107
LOG OF BORING NO. B-9
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:5
Groundwater Information:
Seepage Encountered During Drilling:None
Upon Completion:Dry
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 9Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
5
Dark brown CLAY (CH)
-brown and tan below 3'
14
14
16
56 21 35
104
LOG OF BORING NO. B-10
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:5
Groundwater Information:
Seepage Encountered During Drilling:None
Upon Completion:Dry
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 10Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
5
Brown CLAY (CH)16
18
18
61 20 41
107
LOG OF BORING NO. B-11
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:5
Groundwater Information:
Seepage Encountered During Drilling:None
Upon Completion:Dry
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 11Geoscience Engineering & Testing
0
5
10
15
20
25
30
P4.5+
P4.5+
P4.5+
5
Brown CLAY (CH) with calcareous nodules 14
15
17 57 21 36
LOG OF BORING NO. B-12
Proposed "Aloft & Holiday Inn Hotels"
Northpoint Drive & TX 121
Coppell, Texas
Project No. 16-DG8338
REMARKS:
TUBE
SAMPLE
AUGER
SAMPLE
SPLIT-
SPOON
ROCK
CORE
THD
CONE
PEN.
NO
RECOVERYDEPTH (ft.)FIELD DATA
SOIL & ROCKSYMBOLSAMPLE TYPEP: HAND PEN., TSFT: THD, BLOWS/FT.N: SPT, BLOWS/FT.STRATUM DEPTH(FT.)DESCRIPTION OF STRATUM
Location:See Location Plan
Surface Elevation:Unknown
Drilling Method:CFA
Date Boring Drilled:10/04/2016
Completion Depth:5
Groundwater Information:
Seepage Encountered During Drilling:None
Upon Completion:Dry
WATER CONTENT, %LABORATORY DATA
LIQUID LIMITPLASTIC LIMITPLASTICITY INDEXUNIT DRY WEIGHT(PCF)UNCONFINEDSTRENGTH(TSF)% PASSING NO. 200SIEVESOIL SUCTION TEST(TOTAL CM. OFWATER)Plate 12Geoscience Engineering & Testing